CN211113109U - Rigid frame bridge structure - Google Patents
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- CN211113109U CN211113109U CN201921030008.7U CN201921030008U CN211113109U CN 211113109 U CN211113109 U CN 211113109U CN 201921030008 U CN201921030008 U CN 201921030008U CN 211113109 U CN211113109 U CN 211113109U
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- 239000004567 concrete Substances 0.000 claims abstract description 129
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 124
- 239000010959 steel Substances 0.000 claims abstract description 124
- 238000010276 construction Methods 0.000 claims abstract description 43
- 238000005452 bending Methods 0.000 claims abstract description 37
- 230000009471 action Effects 0.000 claims abstract description 17
- 238000010008 shearing Methods 0.000 claims abstract description 6
- 210000002435 tendon Anatomy 0.000 claims description 15
- 230000000149 penetrating effect Effects 0.000 claims 1
- 238000005336 cracking Methods 0.000 abstract description 8
- 230000008901 benefit Effects 0.000 abstract description 4
- 230000007774 longterm Effects 0.000 description 6
- 239000000463 material Substances 0.000 description 5
- 238000000034 method Methods 0.000 description 5
- 238000007493 shaping process Methods 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 3
- 239000011513 prestressed concrete Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 230000002301 combined effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004540 pour-on Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
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Abstract
The utility model discloses a rigid frame bridge structure, wherein, the rigid frame bridge structure includes pier, girder steel and concrete decking, and the pier is vertical prestressed bridge pier and includes concrete pier main part and steel sleeve, and the steel sleeve cover is established on the upper portion of concrete pier main part; the steel beam comprises a top plate, a bottom plate and a web plate connected between the top plate and the bottom plate, the bottom plate of the steel beam is fixed at the top of the pier and is in welded connection with the top end of the steel sleeve, a plurality of first common studs are arranged on the top plate of the positive bending moment area of the steel beam, and a plurality of anti-pulling and non-shearing studs are arranged on the top plate of the negative bending moment area of the steel beam; the concrete bridge deck is poured and fixed on the top plate, and the first common stud and the uplift-resistant and non-shear-resistant stud on the top plate are embedded in the concrete bridge deck and form a combined action with the concrete bridge deck. The rigid frame bridge has the advantages of no cracking problem, light weight, high structural rigidity and bearing capacity, high spanning capacity, short construction period and low construction difficulty.
Description
Technical Field
The utility model relates to a structural engineering technical field, in particular to rigid frame bridge structure.
Background
As shown in fig. 1, the typical rigid frame bridge structure system is composed of a foundation 100, a pier 200 and a main beam 300, and the rigid frame bridge is most characterized in that the main beam 300 and the pier 200 are connected in a form of a fixed joint (as shown in fig. 1 at I), so that the pier 200 participates in the stress of the main beam 300 and resists various loads borne by the main beam 300, and this has an advantage that the pier 200 participates in the stress of the main beam 300 and can provide additional rigidity for the main beam 300 to share the internal force of the main beam 300, so that the rigid frame bridge has a larger spanning capability compared with a traditional pure beam structure. Compared with other beam bridges, the mechanical properties of the rigid frame bridge pier 200 more obviously affect the mechanical behavior of the girder 300 and the overall service performance of the bridge structure.
As shown in fig. 2, which is an internal force diagram of a rigid frame bridge under typical working conditions, it can be seen that, since the pier 200 of the rigid frame bridge participates in the stress of the main beam 300, the pier 200 bears a large bending moment at the joint portion of the pier 200 and the main beam 300 and the joint portion of the pier 200 and the foundation 100, if the structural design is not reasonable, the bending moment at the upper end and the lower end of the pier 200 is too large, so that the pier concrete cracks, especially in the joint area of the pier and the beam, which is easily generated in the conventional design, especially in the rigid frame bridge structural system of the middle-low pier. Except the cracking problem of the pier beam joint part and the foundation position, the traditional rigid frame bridge generally adopts a concrete structure due to the very large negative bending moment existing at the pier top of the rigid frame bridge, and in order to prevent the cracking of the concrete structure, a large amount of prestressed steel bars are arranged in the positive and negative bending moment area of the rigid frame bridge, particularly the negative bending moment area, so that the engineering quantity is very large, the construction period is influenced, and the construction cost is increased.
In addition, because the traditional rigid frame bridge generally adopts a full concrete structure system with prestressed tendons additionally arranged to control the cracks of the bridge body, the concrete material is slowly changed and contracted under the action of long-term load and the prestressed tendons are loosened, the problems of long-term downwarping and cracking of the bridge body and the like are possibly caused by the factors, the durability of the structure is influenced, and the later maintenance is very difficult.
SUMMERY OF THE UTILITY MODEL
The utility model discloses aim at solving one of the technical problem that exists among the prior art at least. Therefore, an object of the utility model is to provide a rigid frame bridge structure, the concrete bridge deck slab of the pier bottom position of rigid frame bridge, the combination position of pier and girder steel and hogging moment district does not have the fracture problem, and the quality of rigid frame bridge is light, structural rigidity and bearing capacity are big, the leap over ability is big, and construction cycle is short, and the construction degree of difficulty is low.
According to the utility model discloses rigid frame bridge structure, include:
the bridge pier is a vertical prestressed bridge pier and comprises a concrete bridge pier main body and a steel sleeve, wherein the steel sleeve is sleeved at the upper part of the concrete bridge pier main body, and the top end of the steel sleeve is flush with the top end of the concrete bridge pier main body;
the steel beam comprises a top plate, a bottom plate and a web plate connected between the top plate and the bottom plate, the bottom plate of the steel beam is fixed to the top of the pier and is in welded connection with the top end of the steel sleeve, a plurality of first common studs are arranged on the top plate in the positive bending moment area of the steel beam, and a plurality of uplift-resistant and non-shear-resistant studs are arranged on the top plate in the negative bending moment area of the steel beam;
the concrete bridge deck is fixedly poured on the top plate, and the first common stud and the uplift-resistant and non-shearing-resistant stud on the top plate are embedded in the concrete bridge deck and form a combined action with the concrete bridge deck.
According to the utility model discloses rigid frame bridge structure compares in traditional prestressed concrete rigid frame bridge structure system, can avoid the concrete bridge deck's in the combination position of pier bottom part, pier and girder steel and the negative moment district's of rigid frame bridge fracture problem, and simultaneously, the quality of rigid frame bridge is lighter, structural rigidity and bearing capacity are bigger, consequently, compares and has very big leap over ability in traditional rigid frame bridge. Additionally, the utility model discloses girder (including girder steel and concrete panel) part need not exert any prestressing force, consequently, prestressing force engineering volume reduces greatly during the construction, has shortened construction cycle, has reduced the construction degree of difficulty, has avoided the long-term downwarping problem that traditional rigid frame bridge later stage girder prestressing loss, concrete shrink creep arouse moreover.
According to the utility model discloses an embodiment, the cross-section of girder steel is the box cross-section, the box cross-section is for closing a mouthful box or the box that ftractures.
According to an embodiment of the invention, the web is a corrugated steel web.
According to an embodiment of the present invention, the material of the concrete bridge deck is ordinary concrete or concrete doped with a micro-expansion agent.
According to the utility model discloses an embodiment, concrete bridge deck board adopts directly the panel that the shaping of cast-in-place construction obtained on the roof, perhaps concrete bridge deck board adopts and is laying in advance the shaping panel that obtains is pour on the concrete precast slab on the roof.
According to the utility model discloses an embodiment, still fix including pouring the hogging moment district of girder steel concrete layer on the bottom plate, the hogging moment district of girder steel a plurality of ordinary pegs of second have been arranged on the bottom plate, the ordinary peg of second is buried underground in the concrete layer, with concrete layer forms the combined action.
According to the utility model discloses further embodiment, the pier still includes the prestressing tendons, the prestressing tendons is vertical to be run through in the concrete pier just the upper end of prestressing tendons is stretched out the top of concrete pier main part is passed the hogging moment district of girder steel the bottom plate, the anchor is in on the bottom plate in the concrete layer.
According to the utility model discloses an embodiment, a plurality of ordinary pegs of third have been arranged on the inner wall of steel sleeve, ordinary peg of third is buried underground in the concrete pier main part.
According to the utility model discloses an embodiment, the length of steel sleeve does half of the height of concrete pier main part.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
fig. 1 is a schematic view of a prior art rigid frame bridge structure.
FIG. 2 is an internal force diagram of the rigid frame bridge structure of FIG. 1 under typical operating conditions.
Fig. 3 is a schematic side view of a rigid frame bridge according to an embodiment of the present invention.
Fig. 4 is a schematic longitudinal sectional view of fig. 3.
Fig. 5 is a schematic view at a-a in fig. 3.
Fig. 6 is a schematic view at B-B in fig. 3.
Fig. 7 is a schematic view at C-C in fig. 3.
Fig. 8(a) is a side view showing a state of on-site bridge pier construction in the method of constructing a rigid frame bridge structure according to the embodiment of the present invention.
Fig. 8(b) is a schematic cross-sectional view of fig. 8 (a).
Fig. 9(a) is another state side view of on-site bridge pier construction in the method of constructing a rigid frame bridge structure according to the embodiment of the present invention.
Fig. 9(b) is a schematic cross-sectional view of fig. 9 (a).
Fig. 10(a) is a side view of a state in which the steel beam is installed on site in the construction method of the rigid frame bridge structure according to the embodiment of the present invention.
Fig. 10(b) is a schematic cross-sectional view of fig. 10 (a).
Fig. 11(a) is a side view of another state of the steel beam installed on site in the construction method of the rigid frame bridge structure according to the embodiment of the present invention.
Fig. 11(b) is a schematic cross-sectional view of fig. 11 (a).
Fig. 12 is a schematic view of a state of a cast concrete bridge deck in the construction method of the rigid frame bridge structure according to the embodiment of the present invention.
Fig. 13 is another schematic view of a state of a cast concrete bridge deck in the construction method of the rigid frame bridge structure according to the embodiment of the present invention.
Reference numerals:
rigid frame bridge structure 1000
Concrete pier main body 11 of pier 1, steel sleeve 12, prestressed tendon 13 and third common stud 14
First common peg 24 anti-pulling non-shearing peg 25 and second common peg 26
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are exemplary only for the purpose of explaining the present invention, and should not be construed as limiting the present invention.
A rigid frame bridge structure 1000 according to an embodiment of the present invention is described below with reference to fig. 3 to 7.
As shown in fig. 3 to 7, the rigid frame bridge structure 1000 according to the embodiment of the present invention includes a pier 1, a steel beam 2 and a concrete deck slab 3, the pier 1 is a vertically prestressed pier and includes a concrete pier main body 11 and a steel sleeve 12, the steel sleeve 12 is sleeved on the upper portion of the concrete pier main body 11, and the top end of the steel sleeve 12 is flush with the top end of the concrete pier main body 11; the steel beam 2 comprises a top plate 21, a bottom plate 22 and a web plate 23 connected between the top plate 21 and the bottom plate 22, the bottom plate 22 of the steel beam 2 is fixed at the top of the pier 1 and is welded with the top end of the steel sleeve 12, a plurality of first common studs 24 are arranged on the top plate 21 in a positive bending moment area of the steel beam 2, and a plurality of anti-pulling and non-shearing studs 25 are arranged on the top plate 21 in a negative bending moment area of the steel beam 2; the concrete bridge deck 3 is fixed on the top plate 21 in a pouring mode, and the first common stud 24 and the uplift-resistant and non-shear-resistant stud 25 on the top plate 21 are embedded in the concrete bridge deck 3 and form a combined effect with the concrete bridge deck 3.
Specifically, the pier 1 is a vertically prestressed pier 1; that is to say, after the bridge formation, exert vertical prestressing force to pier 1, can adjust the distribution of stress at the bottom of pier 1 pier for pier 1 is in the favourable state of the even pressurized of full cross-section as far as possible, thereby makes 1 pier at the bottom of pier can not produce tensile stress, avoids 1 pier at the bottom of pier to take place the fracture. The pier 1 comprises a concrete pier main body 11 and a steel sleeve 12, wherein the steel sleeve 12 is sleeved on the upper part of the concrete pier main body 11, and the top end of the steel sleeve 12 is flush with the top end of the concrete pier main body 11; that is to say, the concrete pier main body 11 plays a main supporting role, the steel sleeve 12 is wrapped on the upper portion of the concrete pier main body 11, and the rigidity of the pier 1 is improved through the combined action of the steel sleeve 12 and the concrete pier main body 11.
The steel beam 2 comprises a top plate 21, a bottom plate 22 and a web 23 connected between the top plate 21 and the bottom plate 22. Wherein, the bottom plate 22 of girder steel 2 is fixed at pier 1's top and with steel sleeve 12's top welded connection, that is to say, girder steel 2 is fixed at the top of bridge segment and is supported through bottom plate 22, bottom plate 22 and steel sleeve 12's top welded connection, for steel construction connection form, because there is the steel sheet parcel on the surface of mound roof beam joint portion, consequently, there is not the risk that mound roof beam joint portion ftractures under the moment of flexure effect, the problem that the mound roof beam joint portion is easy to ftracture under long-term load effect in the rigid frame bridge in traditional design has been solved, steel sleeve 12 can also be the template when being under construction simultaneously, the template engineering volume when having reduced pier 1 and having under construction. In addition, the rigidity of the pier 1 is improved and the vertical rigidity of the bridge structure is also improved under the combined action of the steel sleeve 12 and the pier 1. A plurality of first common studs 24 are arranged on the top plate 21 of the positive bending moment area of the steel beam 2 so as to be connected with the concrete bridge deck 3 of the positive bending moment area to form a combined action, so that the rigidity and the bearing capacity of the main beam of the positive bending moment area, namely the steel beam 2 of the positive bending moment area and the concrete bridge deck 3 are improved integrally. A plurality of uplift-resistant and non-shear-resistant studs 25 are arranged on the top plate 21 of the hogging moment region of the steel beam 2; so as to release the combined action of the concrete bridge deck 3 and the steel beam 2 in the hogging moment area and prevent the concrete bridge deck 3 in the hogging moment area from cracking due to the cooperative deformation with the steel beam 2 in the hogging moment area.
The concrete bridge deck 3 is fixed on the top plate 21 in a pouring mode, and the first common stud 24 and the uplift-resistant and non-shear-resistant stud 25 on the top plate 21 are embedded in the concrete bridge deck 3 and form a combined effect with the concrete bridge deck 3. It can be understood that the first common stud 24 on the top plate 21 in the positive bending moment area and the concrete bridge deck 3 in the positive bending moment area are connected to form a combined action, so that the rigidity and the bearing capacity of the main beam in the positive bending moment area, namely the steel beam 2 in the positive bending moment area and the concrete bridge deck 3 can be improved. The uplift-resistant and non-shear-resistant stud 25 on the top plate 21 in the hogging moment area can release the combined action of the concrete bridge deck 3 and the steel beam 2 in the hogging moment area, and prevent the concrete bridge deck 3 in the hogging moment area from cracking due to the cooperative deformation with the steel beam 2 in the hogging moment area.
According to the utility model discloses rigid frame bridge structure 1000 compares in traditional prestressed concrete rigid frame bridge structure 1000 system, can avoid 1 pier bottom position of pier of rigid frame bridge, pier 1 and girder steel 2's joint site and the fracture problem of the concrete bridge deck slab 3 in hogging moment district, and simultaneously, the quality of rigid frame bridge is lighter, structural rigidity and bearing capacity are bigger, consequently, compare and have very big leap over ability in traditional rigid frame bridge. Additionally, the utility model discloses girder (including girder steel 2 and concrete panel) part need not exert any prestressing force, consequently, prestressing force engineering volume reduces greatly during the construction, has shortened construction cycle, has reduced the construction degree of difficulty, has avoided the long-term downwarping problem that traditional rigid frame bridge later stage girder prestressing loss, concrete shrink creep arouse moreover.
According to the utility model discloses an embodiment, the cross-section of girder steel 2 is the box cross-section, and the box cross-section can be for closing a mouthful box or the fracture box. It can be understood that the steel beam 2 with the box-shaped section has strong torsion resistance, is convenient for cast-in-place construction and has light weight.
According to one embodiment of the present invention, the web 23 is a corrugated steel web. It can be understood that the web 23 is of a corrugated steel web structure, so that the axial rigidity of the main beam can be reduced, the bending moment of the axial deformation of the main beam on the pier-beam joint part of the pier 1 and the pier bottom-foundation joint part under the action of temperature load is reduced, and the thrust on the foundation is reduced.
According to an embodiment of the present invention, the material of the concrete bridge deck 3 may be ordinary concrete, which is economical; or the concrete bridge deck 3 is made of concrete doped with the micro-expansion agent, so that the shrinkage rate of the concrete can be properly reduced, and the cracking problem of the concrete bridge deck 3 can be avoided.
According to the utility model discloses an embodiment, concrete bridge deck 3 adopts the panel that directly cast-in-place construction shaping obtained on roof 21, perhaps concrete bridge deck 3 adopts and pours the panel that the shaping obtained on laying the concrete precast slab on roof 21 in advance. Thus, the construction is simple.
According to the utility model discloses an embodiment, still fix concrete layer 4 on the bottom plate 22 in the hogging moment district of girder steel 2 including pouring, arranged the ordinary pegs 26 of a plurality of seconds on the bottom plate 22 in the hogging moment district of girder steel 2, the ordinary pegs 26 of second are buried underground in concrete layer 4, form the composite action with concrete layer 4. It can be understood that the second common stud 26 is arranged on the bottom plate 22 of the hogging moment area of the steel beam 2, and at the same time, a concrete layer 4 is poured on the bottom plate 22 of the hogging moment area of the steel beam 2, so as to form a combined action with the bottom plate 22 of the hogging moment area of the steel beam 2, thereby improving the rigidity and the bearing capacity of the main beam of the hogging moment area.
According to the utility model discloses further embodiment, pier 1 still includes prestressing tendons 13, and prestressing tendons 13 is vertical to run through in concrete pier 1 and prestressing tendons 13's upper end stretches out the top of concrete pier main part 11 and passes the bottom plate 22 in the hogging moment district of girder steel 2, anchors in the concrete layer 4 on bottom plate 22. The prestressed tendons 13 are arranged, so that vertical prestress is applied to the pier 1 from the upper part of the concrete layer 4 on the bottom plate 22 of the hogging moment area through a stretching method; meanwhile, the concrete tensile stress levels of the two sides of the bottom of the pier 1 are conveniently monitored, so that the tensile stresses of the two sides are basically consistent.
According to an embodiment of the utility model, arranged a plurality of ordinary pegs of third 14 on the inner wall of steel sleeve 12, ordinary peg of third 14 is buried underground in concrete pier main part 11. This is advantageous in enhancing the combined action of the steel sleeve 12 in connection with the concrete pier body 11.
According to an embodiment of the present invention, the length of the steel sleeve 12 is half of the height of the concrete pier main body 11. Thereby, the rigidity of the pier 1 can be improved, and the construction is convenient.
The utility model also provides the utility model discloses the construction method of the rigid frame bridge structure of any one above-mentioned embodiment.
The construction method of the rigid frame bridge structure will be described below with reference to fig. 8(a) to 13. The construction method comprises the following construction steps:
construction of on-site piers: as shown in fig. 8(a) to 9(b), the lower half of the concrete pier body 11 is cast in situ, the steel sleeve 12 is positioned and installed, the steel sleeve 12 is used as a construction template of the upper half of the concrete pier body 11, and the upper half of the concrete pier body 11 is cast; in the pouring process, the prestressed tendon pipeline is required to be pre-embedded and used for tensioning the later-stage prestressed tendon 13.
Preparing a steel beam in a factory: in a factory, a plurality of first common studs 24 are arranged on the top plate 21 of the steel beam 2 in the positive bending moment area, a plurality of anti-pulling and non-shearing studs 25 are arranged on the top plate 21 of the steel beam 2 in the negative bending moment area, and the prepared steel beam 2 is transported to the site.
Installing a steel beam on site: the steel beam 2 in the positive bending moment area and the steel beam 2 in the negative bending moment area are installed in a suspended and assembled mode on site, wherein as shown in fig. 10(a) and 10(b), the steel beam 2 in the negative bending moment area is installed at the top of a pier 1, a bottom plate 22 of the steel beam 2 in the negative bending moment area is connected with a steel sleeve 12 in a welding mode, meanwhile, a triangular stiffening rib can be adopted between the steel sleeve 12 and the bottom plate 22 for reinforcement in consideration of stress concentration at a welding seam and the problem of possible tearing under fatigue load, namely two right-angle sides of the triangular stiffening rib are respectively welded with the bottom plate 22 and the outer wall of the sleeve; the suspension splicing connection mode between the steel beam 2 in the positive bending moment area and the steel beam 2 in the negative bending moment area adopts high-strength bolt connection or welding.
Pouring a concrete bridge deck: after the steel beam 2 is installed, as shown in fig. 12 and 13, the concrete bridge deck 3 in the positive bending moment area is poured, and then the concrete bridge deck 3 in the negative bending moment area is poured. It should be noted here that, in order to make the distribution of the internal force of the structure as reasonable as possible when the bridge is formed, it is suggested to cast the concrete bridge deck 3 of the positive bending moment area at the two ends first, then cast the concrete bridge deck 3 spanning the positive bending moment area, and finally cast the concrete bridge deck 3 of the negative bending moment area, and the concrete bridge deck 3 on the top plate 21 of the negative bending moment area is suggested to adopt the compensation shrinkage concrete doped with the micro-expansion agent so as to improve the anti-cracking capability of the concrete bridge deck 3 of the negative bending moment area.
Tensioning the vertical prestress of the pier: and after the concrete bridge deck 3 is formed, tensioning the vertical prestress of the top of the pier 1 until the bottom of the pier 1 is in an even compression state, removing the construction equipment, and finishing the structure construction.
According to the utility model discloses construction method, girder (including girder steel 2 and concrete decking 3) part need not exert any prestressing force, consequently, prestressing force engineering volume reduces greatly during the construction, has shortened construction cycle, has reduced the construction degree of difficulty, has avoided the long-term downwarping problem and the fracture problem that traditional rigid frame bridge later stage girder prestressing loss, concrete shrink creep caused moreover. Through the utility model discloses construction method, the rigid frame bridge that obtains compares in traditional prestressed concrete rigid frame bridge structure 1000 systems, can avoid 1 pier bottom position of pier of rigid frame bridge, pier 1 and girder steel 2's joint site and the fracture problem of the concrete bridge panel 3 in hogging moment district, and simultaneously, the quality of rigid frame bridge is lighter, structural rigidity and bearing capacity are bigger, consequently, compare and have very big leap over ability in traditional rigid frame bridge.
According to an embodiment of the present invention, in the step of preparing the steel beam 2 in the factory, a plurality of second general studs 26 are arranged on the bottom plate 22 of the steel beam 2 in the hogging moment region; accordingly, in the step of installing the steel girder 2 on site, as shown in fig. 11(a) and 11(b), after the steel girder 2 in the negative moment region is installed, the concrete layer 4 is poured on the bottom plate 22 of the steel girder 2 in the negative moment region, the second common stud 26 is embedded in the concrete layer 4, and after the concrete layer 4 is formed, the subsequent sections, that is, the steel girder 2 in the positive moment region, are overhung. It should be noted that the thickness of the concrete layer 4 poured on the bottom plate 22 of the steel beam 2 in the hogging moment area is determined by calculation, and is generally between 300 mm and 600 mm.
According to a further embodiment of the present invention, as shown in fig. 8(a) to 11(b), in the construction step of the on-site pier 1, the vertical tendons 13 are embedded in the process of casting the concrete pier main body 11; accordingly, in the step of installing the steel girder 2 on site, the upper end of the tendon 13 is made to pass through the bottom plate 22 of the steel girder 2 in the hogging moment region so as to be embedded in the concrete layer 4 when the concrete layer 4 is cast on the bottom plate 22 of the steel girder 2 in the hogging moment region.
According to the utility model discloses an embodiment can arrange vertical stiffening rib according to steel construction design standard on the inner wall of steel sleeve 12 to guarantee steel sleeve 12's local stability in the work progress.
According to an embodiment of the third aspect of the present invention, a plurality of third common studs 14 are arranged on the inner wall of the steel sleeve 12 to enhance the combined action with the concrete pier body 11.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an illustrative embodiment," "an example," "a specific example," or "some examples" or the like mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
While embodiments of the present invention have been shown and described, it will be understood by those of ordinary skill in the art that: various changes, modifications, substitutions and alterations can be made to the embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.
Claims (8)
1. A rigid frame bridge structure, comprising:
the bridge pier is a vertical prestressed bridge pier and comprises a concrete bridge pier main body and a steel sleeve, wherein the steel sleeve is sleeved at the upper part of the concrete bridge pier main body, and the top end of the steel sleeve is flush with the top end of the concrete bridge pier main body;
the steel beam comprises a top plate, a bottom plate and a web plate connected between the top plate and the bottom plate, the bottom plate of the steel beam is fixed to the top of the pier and is in welded connection with the top end of the steel sleeve, a plurality of first common studs are arranged on the top plate in the positive bending moment area of the steel beam, and a plurality of uplift-resistant and non-shear-resistant studs are arranged on the top plate in the negative bending moment area of the steel beam;
the concrete bridge deck is fixedly poured on the top plate, and the first common stud and the uplift-resistant and non-shearing-resistant stud on the top plate are embedded in the concrete bridge deck and form a combined action with the concrete bridge deck.
2. A rigid frame bridge structure according to claim 1, wherein the section of the steel beam is a box-type section, and the box-type section is a closed box-type or a split box-type.
3. The rigid frame bridge structure of claim 1, wherein the web is a corrugated steel web.
4. The rigid frame bridge structure according to claim 1, wherein the concrete bridge deck is formed by cast-in-place construction directly on the top deck, or the concrete bridge deck is formed by cast-in-place construction on a concrete precast slab previously laid on the top deck.
5. The rigid frame bridge structure according to claim 1, further comprising a concrete layer poured and fixed on the bottom plate of the hogging moment region of the steel beam, wherein a plurality of second common studs are arranged on the bottom plate of the hogging moment region of the steel beam, and the second common studs are embedded in the concrete layer and form a combined action with the concrete layer.
6. The rigid frame bridge structure according to claim 5, wherein the bridge pier further comprises a tendon vertically penetrating the concrete bridge pier and having an upper end extending out of a top end of the concrete bridge pier main body and passing through the bottom plate of the hogging moment region of the steel girder, and anchored in the concrete layer on the bottom plate.
7. The rigid frame bridge structure according to claim 1, wherein a plurality of third common pegs are arranged on the inner wall of the steel sleeve, and the third common pegs are buried in the concrete pier main body.
8. The rigid frame bridge structure according to claim 1, wherein the length of the steel sleeve is half of the height of the concrete pier body.
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| CN201921030008.7U CN211113109U (en) | 2019-07-03 | 2019-07-03 | Rigid frame bridge structure |
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| CN201921030008.7U CN211113109U (en) | 2019-07-03 | 2019-07-03 | Rigid frame bridge structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110409279A (en) * | 2019-07-03 | 2019-11-05 | 清华大学 | Strong bridge structure and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110409279A (en) * | 2019-07-03 | 2019-11-05 | 清华大学 | Strong bridge structure and construction method |
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